Tierra Consulting Group

TIERRA CONSULTING GROUP ENVIRONMENTAL ENGINEERING & CONSULTING 5809 N ANDREWS WAY, FORT LAUDERDALE, FL 33309 O: (954) 202 9226 E: [email protected] WWW.TIERRACONSULTING.COM

September 15, 2018

Mr. Simon Sunderland, P.G. South Florida Water Management District Environmental Resources Management Water Use Bureau 3301 Gun Club Road West Palm Beach, FL 33406-300

Subject: SFWMD Consumptive Water Use Permit Application Costco Wholesale at SoLe Mia Biscayne Landings, North Miami, Florida

Dear Mr. Sunderland,

On behalf of Costco Wholesale, Tierra Consulting Group (TCG) proposes the following dewatering activities plan to facilitate the construction of foundation infrastructure for the parking deck at the Costco Wholesale project located on the northwestern portion of the Biscayne Landings, North Miami, Florida (Latitude 25°46'54.78" North/Longitude 80°11'31.77" West) development. The project area is shown on Figure 1.

1.0 Project Description Dewatering is necessary to install approximately 1,803 linear feet of concrete grade beams to support the foundation infrastructure for a proposed parking deck above a dry detention stormwater basin. The foundation plan for the Costco Wholesale project is shown in Figure 2.

2.0 Estimation of the Dewatering Radius of Influence & Maximum Flow Rate TCG used Sichardt’s Equation to calculate the total dewatering groundwater volume and maximum radius of influence. Based on the hydraulic conductivity (K = 36 feet/day or 0.000127 meters/second) and aquifer depth (H = 160 feet), as provided by Drainage Narrative for Proposed Land Development Costco Wholesale - September 22, 2017 and the United States Geological Survey: Water-Resources Investigations Report 90-4108 Hydrogeology of the Surficial Aquifer System, Dade County, Florida (1991), the calculated maximum radius of influence (ROI) and dewatering flow rate are approximately 84 feet and 268 gallons per minute, respectively.

The estimated maximum daily dewatering pumpage calculated using Sichardt’s Equation is 128,466 gallons per day. Variables and supporting calculations for these values are provided as Attachment A.

3.0 Contaminated Facilities File Review Environmental records available from the Florida Department of Environmental Protection (FDEP) and Miami-Dade County Department of Regulatory and Economic Resources (RER) indicate the Biscayne Landings property is designated as a contaminated site, as shown on Figure 3.

Facility Name Address Facility Contaminant Status Facility Type ID 14601 Biscayne Commons/ Biscayne Assessment Munisport Landfill/ Landfill Ammonia SW-1428 Blvd., North Ongoing Biscayne Landing Miami, FL

Biscayne Commons/ Munisport Landfill/ Biscayne Landing The Biscayne Commons/ Munisport Landfill/ Biscayne Landing facility (MDC FAC ID: SW-1178) established a remediation plan in response to groundwater contamination identified as migrating offsite to an adjoining State of Florida mangrove preserve in February 1998. Interim remedial activities began in March 2002 to address ammonia contamination exceeding the groundwater cleanup target level (GCTL). A Groundwater Sampling Report prepared by Geosyntec (July 2015) indicates an ammonia contaminant plume may extend beneath the western portion of the proposed dewatering site.

A Post Closure Groundwater Assessment Report prepared by SCS Engineers (February 2017) identified other contaminants above groundwater requirements including aluminum, arsenic, iron chromium, and lead. Photocopies of the reports are provided in Attachment B. Groundwater flow in the immediate vicinity appears to be tidally-influenced. Based on the proximity of the contaminant plume relative to the project location, the proposed dewatering activities may temporarily influence groundwater at this former landfill facility.

4.0 Dewatering Plan Ground surface elevation at the proposed dewatering site varies between approximately +12.00 feet and +15.00 feet relative to the National Geodetic Vertical Datum of 1929 (NGVD). Groundwater elevation is approximately +2.00 feet NGVD, as determined from existing monitoring wells located in the vicinity. The maximum proposed excavation depth is 0.00 feet NGVD.

Dewatering fluids will be pumped from one excavation trench to a 20,000-gallon sedimentation weir tank, or equivalent using a self-priming four-inch (4”) trash pump or equivalent, then to a sanitary sewer manhole located at the existing Costco facility at 14585 Biscayne Blvd, North Miami Beach, FL. Dewatering calculations, derived using the Florida Department of Transportation (FDOT) Drainage Handbook Exfiltration Systems dated February 2012, are included in Attachment A.

Dewatering assumptions are based on the time required to dig, dewater, and install foundation infrastructure during normal daylight working hours. Pump and sedimentation tank specification data are included as Attachment C.

4.1 Soil and Sediment Management Plan Soil excavated from the foundation area will be used for on-site construction operations and managed in accordance with the Stormwater Pollution Prevention Plan (SWPPP) requirements for erosion control.

4.2 Stormwater Management Plan As noted above, the intent is to pump dewatering effluent from excavation trenches into a temporary sedimentation weir tank, then into the sanitary sewer system. No discharge to surface waters will occur; therefore, provisions of F.A.C. Section 62-621.300 – Permits, are not applicable.

The dewatering project scope is to install approximately 1,803 linear feet of concrete grade beams to support the foundation of a proposed parking deck. The area requiring excavation (i.e., the dewatering area) is

approximately 1,803 ft. in length by 5 ft. wide for open trenches, totaling approximately 9,015 square feet (SF). If we assume the excavation area increases by 25 percent in width due to limited over excavation, sidewall sloping to comply with OSHA excavation safety requirements, etc., the total disturbed area represents approximately 11,269 square feet (0.26 acre).

Costco has applied for a National Pollutant Discharge Elimination System (NPDES) permit which includes a SWPPP; Attachment D details the Notice of Intent (NOI) to Use Generic Permit for Stormwater Discharge from Large and Small Constructions Activities and Dewatering Operations. The SWPPP encompasses the grade beam excavation areas.

Best Management Practices (BMPs) to control sedimentation and stormwater pollution runoff will be observed during dewatering operations. Existing catch basins and accessible drainage entry points at the site will be protected with curb barriers, including hay bales wrapped in silt filter fabric and/or booms, to deter sediment in stormwater from entry into the existing drainage system.

5.0 Dewatering Discharge Approval Coordination efforts are ongoing with Miami-Dade County WASD to obtain approval to discharge into the sanitary sewer system. TCG understands RER will not issue a Class V Dewatering Permit until Miami- Dade County WASD approves the discharge plan; TCG will provide the approval once available.

6.0 Conclusion The proposed dewatering activities are necessary to draw down natural groundwater elevation to install approximately 1,8023 linear feet of concrete grade beams via open trench within the Biscayne Landings property, North Miami, Florida.

Based on regulatory file review, Biscayne Landings is designated as a site with identified groundwater contamination. The maximum radius of influence calculated using Sichardt’s Equation indicates that the proposed dewatering activities may temporarily influence the contaminant plume. Therefore, discharge of dewatering fluids to the sanitary sewer is recommended as the most technologically feasible and cost- effective option.

TCG concludes the project, with a maximum radius of influence of 84 feet, maximum flow rate of 268 gallons per minute and maximum daily pumpage of 128,466 gallons per day, will not result in a lasting impact on the shallow aquifer.

Contact information for the entity assuming responsibility for the conditions of the permit is: Mike Kryszton Program Manager Novak Construction Company [email protected].

If additional information is required to expedite the review and approval of dewatering activities, please contact Carolina Arenas at (954) 202-9226 with any questions.

Respectfully, Digitally signed by This item has been digitally signed and sealed by Robert L. Vinson III, Robert L. Robert L. Vinson III PE# 53438 on 15 September using a digital seal. Printed copies of this Date: 2018.09.15 document are not considered signed and sealed and the SHA Vinson III 15:32:14 +09'00' authentication code must be verified on any electronic copies Robert L. Vinson III, P.E. Senior Project Engineer

FIGURE 1

st NE 151 ST

SANITARY SEWER

LEGEND:

= Project Area

= Sanitary Sewer Discharge point Biscayne Blvd

PROJECT: COSTCO WHOLESALE SOLE MIA CLIENT: NOVAK CONSTRUCTION

165 330 FIGURE 1 - PROJECT LOCATION MAP 0 DATE: 09/04/2018 DRAWN BY: KE 1"=330'

O: (954) 202 9226 ║ E: [email protected] ║ WWW.TIERRACONSULTING.COM

FIGURE 2

EAST

GRADE BEAMS

SANITARY SEWER

4" PUMP

6" PUMP PROJECT LOCATION MAP K N A T

R I E W

TO SANITARY SEWER

PROJECT GENERAL NOTES : Maximum Daily Pumpage: 128,466 US Gallons/day Maximum Excavation/Dewatering Depth: 0.00 ft NAVD TPYAPRICKIANLG T DREECNKC HS EDCETTIAOINL

This dewatering plan has been PROJECT: COSTCO WHOLESALE SOLE MIA CLIENT: NOVAK CONSTRUCTION digitally signed and sealed by Robert L. Vinson III, PE using a digital seal.

Printed copies of this document are FIGURE 2 – FOUNDATION PLAN TCG PROJECT NO. 16930 DRAWN BY: CA 09/04/2018 SHEET 1 OF 3 not considered signed and sealed and the SHA authentication code must be verified on any electronic O: (954) 202 9226 ║ E: [email protected] ║ WWW.TIERRACONSULTING.COM copies. EAST

GROUNDWATER EL. = 2'-0'’ GRADE BEAMS

SANITARY SEWER

GROUNDWATER EL. = 2'-0'’ 6" PUMP PROJECT LOCATION MAP

GROUNDWATER EL. = 2'-0'’

PROJECT GENERAL NOTES : Maximum Daily Pumpage: 128,466 US Gallons/day Maximum Excavation/Dewatering Depth: 0.00 ft NAVD TPYAPRICKIANLG T DREECNKC HS EDCETTIAOINL

This dewatering plan has been PROJECT: COSTCO WHOLESALE SOLE MIA CLIENT: NOVAK CONSTRUCTION digitally signed and sealed by Robert L. Vinson III, PE using a digital seal.

Printed copies of this document are FIGURE 2 – FOUNDATION PLAN TCG PROJECT NO. 16930 DRAWN BY: CA 09/04/2018 SHEET 2 OF 3 not considered signed and sealed and the SHA authentication code must be verified on any electronic O: (954) 202 9226 ║ E: [email protected] ║ WWW.TIERRACONSULTING.COM copies. EAST

GROUNDWATER EL. = 2'-0'’

GRADE BEAMS

SANITARY SEWER

GROUNDWATER EL. = 2'-0'’ 6" PUMP PROJECT LOCATION MAP

GROUNDWATER EL. = 2'-0'’

PROJECT GENERAL NOTES : Maximum Daily Pumpage: 128,466 US Gallons/day Maximum Excavation/Dewatering Depth: 0.00 ft NAVD TPYAPRICKIANLG T DREECNKC HS EDCETTIAOINL

This dewatering plan has been PROJECT: COSTCO WHOLESALE SOLE MIA CLIENT: NOVAK CONSTRUCTION digitally signed and sealed by Robert L. Vinson III, PE using a digital seal.

Printed copies of this document are FIGURE 2 – FOUNDATION PLAN TCG PROJECT NO. 16930 DRAWN BY: CA 09/04/2018 SHEET 3 OF 3 not considered signed and sealed and the SHA authentication code must be verified on any electronic O: (954) 202 9226 ║ E: [email protected] ║ WWW.TIERRACONSULTING.COM copies.

FIGURE 3

st NE 151 ST

Biscayne Commons/ Munisport Landfill/ Biscayne Landing (Brownfield Site) SW-1428

SANITARY SEWER

LEGEND:

= Project Area

= Biscayne Commons/ Munisport Landfill/ Biscayne Biscayne Blvd Landing

PROJECT: COSTCO WHOLESALE SOLE MIA CLIENT: NOVAK CONSTRUCTION

0 165 330 FIGURE 3 – CONTAMINATED SITE MAP DATE: 08/28/2018 DRAWN BY: CA 1"=330'

O: (954) 202 9226 ║ E: [email protected] ║ WWW.TIERRACONSULTING.COM

ATTACHMENT A

Dewatering Calculations - Sichardt's Equation Sole Mia - Costco

Rectangular Excavation ௠ ݋݊݀ݑܿݐ݅ݒ݅ݐݕ ሺ ሻܥ ݑ݈݅ܿܽݎݕ݀ܪ ݓ݀݋ݓ݊ ݉ൈܽݎܦ ݑ݁݊ܿ݁ ݉ ൌ ͵ͲͲͲ ൈ݈݂݊ܫ ݋݂ ݏݑܴ݅݀ܽ .1 ௦

݉ ݐ݄݃݊݁ܮ ݔܿܽݒܽݐ݅݋݊ܧ ݔܿܽݒܽݐ݅݋݊ ܹ݅݀ݐ݄ ݉ ൈܧ ൌ݉ ݏݐ݅ݒ݁ ܴܽ݀݅ݑ݂݂ܿ݁ܧ Ǥʹ ߨ ݉ ଶ െ݄ ݉ ଶ ݉ ܪ ݋݊݀ݑܿݐ݅ݒ݅ݐݕ ൈܥ ݑ݈݅ܿܽݎݕ݀ܪ ߨ ൈ ݉ଷ ݏ ሻൌݏ݋ݓܴܽݐ݁ ሺ ൗ݈ܨǤ͵ ሻ ݉ ݏݐ݅ݒ݁ ܴܽ݀݅ݑ݂݂ܿ݁ܧሺ݊ܮݑ݁݊ܿ݁ ݉െ݈݂݊ܫ ݋݂ ݏݑܴ݅݀ܽ ݊ܮ

Exc. Total GW Aquifer Aquifer Dewatered Dewatered Hydraulic Hydraulic Radius of Radius of Effective Effective Total Radius Daily Beam Bottom Drawdown Excavation Excavation Excavation Excavation Radius of Flow Rate Elevation Head (H) Head (H) Aquifer Head Aquifer Head Conductivity Conductivity Influence Influence Radius (r ) Radius (r ) of Influence Pumpage Number Elevation (ft) Width (ft)5 Width (m) Length (ft)6 Length (m) e e Influence (gpm) (ft)1 (ft)3 (m) (h) (ft) (h) (m) (K) (ft/day)4 (K) (m/s) (ROI) (ft) (ROI) (m) (ft) (m) (ft) (gallons) (ft)2 (m) A2.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 137.25 41.83 14.78 4.51 82.40 25.12 245.65 117,912 B2.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 137.25 41.83 14.78 4.51 82.40 25.12 245.65 117,912 C2.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 137.25 41.83 14.78 4.51 82.40 25.12 245.65 117,912 D2.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 137.25 41.83 14.78 4.51 82.40 25.12 245.65 117,912 E2.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 137.25 41.83 14.78 4.51 82.40 25.12 245.65 117,912 F2.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 137.25 41.83 14.78 4.51 82.40 25.12 245.65 117,912 G2.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 137.25 41.83 14.78 4.51 82.40 25.12 245.65 117,912 H2.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 137.25 41.83 14.78 4.51 82.40 25.12 245.65 117,912 12.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 176.20 53.71 16.75 5.11 84.37 25.72 267.64 128,466 22.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 176.20 53.71 16.75 5.11 84.37 25.72 267.64 128,466 32.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 176.20 53.71 16.75 5.11 84.37 25.72 267.64 128,466 42.00 0.00 2.00 160.00 48.77 158.00 48.16 36.00 0.000127 67.62 20.61 5.00 1.52 176.20 53.71 16.75 5.11 84.37 25.72 267.64 128,466

PROJECT TOTALS 1,802.80 549.49 1,457,162

TABLE NOTES: 1 Groundwater elevation is approximately +2 ft NGVD as determined from existing monitoring wells located in the immediate vicinity. 2 Maximum excavation/dewatering depth is 0 ft relative to the National Geodetic Vertical Datum of 1929 (NGVD). 3 Total head of water table aquifer (H) determined from United States Geological Survey: Water-Resources Investigations Report 90-4108 Hydrogeology of the Surficial Aquifer System, Dade County, Florida, 1991. 4 Hydraulic conductivity (K) based on Drainage Narrative for Proposed Land Development Costco Wholesale - September 22, 2017 5 Average excavation width = 5.0 ft. 6 Total excavation length = 1,802.80 ft.

Bold Values: Maximum values for the radius of influence (ROI), dewatering flow rate, and daily dewatering pumpage.

Reviewed and Approved by: Digitally signed by This item has been digitally signed and sealed by Robert L. Vinson III, PE #53438 on Robert L. Robert L. Vinson III 15 September 2018 using a digital seal. Printed copies of this document are not Date: 2018.09.15 considered signed and sealed and the SHA authentication code must be verified on Vinson III 15:21:36 +09'00' any electronic copies Robert L. Vinson III, P.E. License No. 53438

ATTACHMENT B

900 Broken Sound Parkway, NW, Suite 200 Boca Raton, Florida 33487 PH 561.995.0900 FAX 561.995.0925 www.geosyntec.com

15 July 2015

Mr. Wilbur Mayorga, P.E. Chief, Pollution Control Division Miami-Dade County Department of Regulatory and Economic Resources 701 NW 1st Court, 4th Floor Miami, Florida 33136-3912

Subject: Semi-Annual Groundwater Sampling Report – June 2015 Biscayne Commons Northeast Corner of Biscayne Boulevard and N.E. 146th Street North Miami Beach, Florida Brownfields Site ID No. BFI30201001

Dear Mr. Mayorga:

Geosyntec Consultants, Inc. (Geosyntec) is pleased to present the results of the recent semi-annual groundwater sampling event for the above-referenced facility. This groundwater monitoring event was conducted in accordance with the site Monitoring Only Plan (MOP) approved by the Division formerly referred to as Miami-Dade County Department of Environmental Resource Management (DERM), dated 21 August 2003, and the DERM approved amendment to the MOP dated 25 January 2007. Currently the regulatory review of this submittal is under the jurisdiction of the Miami-Dade County Department of Regulatory and Economic Resources (DRER). Please note herein that “DERM” and “DRER” are used interchangeably and refer to the same entity.

This submittal has been prepared for DERM’s review on behalf of our client, EDENS, for the Biscayne Commons Site formerly known as the Pace Landfill facility (SW-1428/File-19261) located in the vicinity of N.E. 146th Street and Biscayne Boulevard, in North Miami Beach, Florida (see Figure 1). The remainder of this report describes the site monitoring well network, groundwater sampling activities, laboratory analytical results, and conclusions.

MONITORING WELL NETWORK

The Biscayne Commons groundwater monitoring well network consists of twelve (12) on-site wells and four (4) off-site wells. The locations for these monitoring wells are depicted in Figure 2. The on-site monitoring wells are identified as MW-21 through MW-27, MW-28A, MW-28B, MW-29A, MW-30A and MW-30B. The off-site wells are identified as MW-8A, MW-13, CMW-19 and MW- 20. Construction diagrams for these monitoring wells were presented in Geosyntec’s first quarterly groundwater monitoring report dated 6 January 2005. The offsite monitoring wells MW-8A, MW-

FQ0436N/Q15024 Mr. Wilbur Mayorga 15 July 2015 Page 2

13, and CMW-19 were omitted from this and future sampling events in accordance with DERM’s correspondence dated 19 July 2005.

GROUNDWATER SAMPLING

Geosyntec implemented the most recent semi-annual groundwater sampling event at the site on 25 June 2015. Groundwater samples were collected in accordance with the Florida Department of Environmental Protection (FDEP) Standard Operating Procedures (SOPs) for Field Activities (FDEP-SOP-001/01) dated 12 February 2009. Pertinent monitoring well construction details and water level elevation data are summarized in Table 1.

Water level measurements were collected from the monitoring well network prior to the commencement of the groundwater sampling event. The groundwater level measurements revealed that groundwater elevations ranged between +1.36 ft. relative to the national geodetic vertical datum (NGVD) at monitoring well MW-28B to +1.73 ft. NGVD at both MW-28A and MW-30A, respectively (see Figure 2). Regional groundwater flow in the vicinity of the site historically trends in a southeasterly direction. This most recent water table elevation data trends indicate a slight inward gradient across the site which could be attributed to the presence of the landfill cap appurtenances incorporated over the sight with deep well stormwater controls. Groundwater flow on- site is affected by several variables including: (i) tidal influence; (ii) the thickness and characteristics of the buried waste across the property; (iii) low permeability of the site cover features; and (iv) the influence of water bodies and both current and past operations on the adjacent property to the north and east.

Water quality parameters, including pH and turbidity, obtained during the sampling events are summarized in Table 2 and the completed FDEP groundwater sampling logs are presented in Attachment A. The groundwater pH, which ranged from 6.41 (MW-26) to 6.98 (MW-30B), is slightly outside the normal pH range of 6.5 to 8.5 as described in Chapter 62-550 of the Florida Administrative Code (FAC). Turbidity readings for all network monitoring wells were observed not to exceed the FDEP-SOP recommended value of 20 nephlometric turbidity units (NTU) during the sampling event. A duplicate groundwater sample was collected from monitoring well MW-29A and submitted to the laboratory for quality assurance/quality control (QA/QC) purposes. This QA/QC sample was consequently documented as MW-31 on the chain-of-custody form.

LABORATORY ANALYSIS

Groundwater samples were collected in accordance with FDEP-SOP-001/01 and tested in accordance with the requirements of the MOP. All groundwater samples were analyzed for Total Ammonia (NH3) reported as Nitrogen (N) by U.S. Environmental Protection Agency (USEPA) Method 350.1. In addition, groundwater samples MW-23, MW-28A, and MW-29A were analyzed for Arsenic (As),

FQ0436N/Q15024

Mr. Wilbur Mayorga 15 July 2015 Page 3

and MW-26 and MW-29A were analyzed for Total Iron (Fe) by USEPA Method 6010. The duplicate groundwater sample MW-31 was analyzed for all aforementioned constituents: Fe, NH3, and As. Volatile Organic Compounds (VOCs) including methyl tertiary butyl ether (MTBE) by USEPA Method 8260 were omitted from this and any subsequent sampling event at the subject site in accordance to the DERM letter dated 22 February 2006. The groundwater analytical results are summarized in Table 3 and the laboratory analytical report are presented in Attachment B.

FINDINGS

Comparison of the June 2015 laboratory analytical results with the 126-month average since monitoring began in December 2004 is presented in Table 4. Detections of Fe, As and NH3 since inception of the groundwater monitoring program are shown in Graphs 1, 2 and 3, respectfully. Some of the more relevant findings from the June 2015 Groundwater sampling event are as follows:

• Two (2) of the sixteen (16) network wells required analysis for total iron. Iron was detected at 2.3 milligrams per liter (mg/L) at MW-26, and 0.12 I mg/L at MW-29A. The laboratory qualified the reported value as being between the laboratory method detection limit (MDL) and the laboratory practical quantitation limit (PQL). The Secondary Maximum Contaminant Level (S-MCL) per Chapter 62-550 FAC for iron is 0.3 mg/L.

• Three (3) of the sixteen (16) network wells required analysis for total arsenic. Arsenic was detected at a concentration above the Primary Maximum Contaminant Level (P-MCL) of 0.010 mg/L (per Chapter 62-550 FAC) at MW-29A (0.042 mg/L). A comparison to historical data presented in Table 3 indicates only minor fluctuations of arsenic levels at these monitoring well locations, all of which were detected above P-MCL limits. Furthermore, the June 2015 arsenic results are lower than background concentrations documented in the April 2003 Site Assessment Report (SAR) which ranged from 0.062 to 0.089 mg/L.

• The groundwater analytical results for total ammonia (NH3) ranged from 0.12 mg/L in sample MW-23 to 35 mg/L in sample MW-29A. The FDEP Groundwater Cleanup Target Level (GCTL) per Chapter 62-777 FAC for ammonia is 2.8 mg/L. In general, the ammonia concentrations indicate a general downward trend compared to historical reported values. Historical ammonia concentrations are shown in Table 3. These results represent a consistent downward trend of ammonia concentrations in MW-29A since June 2009 as presented in Graph 3. The general ammonia concentration is well below the historical average in MW-29A as indicated on Table 4.

Using the results of the analytical data from monitoring well MW-29A and the blind duplicate sample (MW-31), the Relative Percent Difference (RPD) was calculated to evaluate the variability

FQ0436N/Q15024

Mr. Wilbur Mayorga 15 July 2015 Page 4 between two sets of sample data from the same monitoring well. The resulting RPDs for iron, arsenic and ammonia were within one percent. The analytical results for the blind duplicate sample MW-31 are presented in Attachment B.

CLOSURE

In response to the recommendations of the DERM correspondence dated 3 March 2015, Geosyntec will modify the semi-annual sampling frequency to further evaluate the groundwater ammonia trends with respect to the eastern property boundary. Therefore, in accordance to the DERM correspondence, the next semi-annual groundwater sampling event for the project site is scheduled in January 2016, and contaminant level trends will be evaluated with the historical groundwater sampling results at that time. Should you have questions or comments regarding this report, please contact the undersigned.

Sincerely,

Fred Chandler Project Geologist

Daniel A. Schauer, P.G. Principal, Florida P.G. No. 1240

Attachments

Copy to: Elias Droubi, EDENS

FQ0436N/Q15024

TABLES

Table 1. Well Construction Data and Water Level Measurements (June 2015) Biscayne Commons North Miami Beach, Florida

December 2012 July 2013 December 2013 June 2014 December 2014 June 2015

Well Screened Top of Manhole Top of Casing Depth to Water Depth to Water Depth to Water Depth to Water Depth to Water Depth to Water 1 1 1 1 1 1 Diameter Total Depth Total Depth Interval Rim Elevation Elevation Water Elevation Water Elevation Water Elevation Water Elevation Water Elevation Water Elevation Well No. (inches) (ft BLS) (ft BTOC) (ft BLS) (ft NGVD) (ft NGVD) (ft BTOC) (ft NGVD) (ft BTOC) (ft NGVD) (ft BTOC) (ft NGVD) (ft BTOC) (ft NGVD) (ft BTOC) (ft NGVD) (ft BTOC) (ft NGVD) MW-20 2 NA 14.45 4 to 14 NA NA 4.85 N/A 5.05 N/A 4.84 N/A 4.72 N/A 4.46 N/A 5.44 N/A MW-21 2 20.19 19.85 9 to 19 9.86 9.52 7.40 2.12 7.54 1.98 7.31 2.21 7.30 2.22 6.92 2.60 7.94 1.58 MW-22 2 20.09 19.80 9 to 19 10.18 9.89 7.68 2.21 7.90 1.99 7.72 2.17 7.63 2.26 7.23 2.66 8.31 1.58 MW-23 2 20.18 19.90 9 to 19 8.12 7.84 5.55 2.29 5.81 2.03 5.60 2.24 5.50 2.34 5.12 2.72 6.25 1.59 MW-24 2 20.27 19.85 9 to 19 10.34 9.92 7.76 2.16 8.00 1.92 7.78 2.14 7.70 2.22 7.35 2.57 8.45 1.47 MW-25 2 17.45 17.05 7 to 17 9.54 9.14 6.78 2.36 6.62 2.52 6.65 2.49 6.93 2.21 6.15 2.99 7.55 1.59 MW-26 2 20.06 19.75 9 to 19 8.75 8.44 6.20 2.24 6.45 1.99 5.99 2.45 6.04 2.40 5.75 2.69 6.94 1.50 MW-27 2 20.18 19.70 9 to 19 10.90 10.42 8.18 2.24 8.40 2.02 8.18 2.24 8.15 2.27 7.75 2.67 8.95 1.47 MW-28A 2 20.06 19.75 9 to 19 10.54 10.23 7.88 2.35 8.08 2.15 7.92 2.31 7.76 2.47 7.43 2.80 8.50 1.73 MW-28B 2 48.88 48.55 38 to 48 10.54 10.21 7.92 2.29 8.20 2.01 7.94 2.27 7.92 2.29 7.52 2.69 8.85 1.36 MW-29A 2 20.41 19.90 9 to 19 12.32 11.81 9.51 2.30 9.78 2.03 9.53 2.28 9.51 2.30 9.13 2.68 10.23 1.58 MW-30A 2 19.83 19.55 9 to 19 12.33 12.05 9.70 2.35 9.90 2.15 9.66 2.39 9.63 2.42 9.25 2.80 10.32 1.73 MW-30B 2 50.17 49.75 39 to 49 12.35 11.93 9.72 2.21 9.91 2.02 9.68 2.25 9.64 2.29 9.25 2.68 10.36 1.57

Notes: 1. Water level elevations were measured from the top of the PVC well casing. ft = feet BLS = below land surface BTOC = below top of casing NGVD = National Geodetic Vertical Datum NA = Information not available for offsite well(s)

FQ0436N/Q15024 7/15/2015 Table 2. Water Quality Parameters (June 2015) Biscayne Commons North Miami Beach, Florida

Sample Identification Temperature Specific Conductance Turbidity Dissolved Oxygen Sample Date pH Number (°C) (μS/cm) (NTU) (mg/L) MW-20 6/25/15 30.6 6.91 982 0.70 0.35 MW-21 6/25/15 27.4 6.82 899 0.27 0.68 MW-22 6/25/15 28.2 6.66 1296 0.53 0.90 MW-23 6/25/15 28.2 6.71 964 3.64 0.31 MW-24 6/25/15 27.8 6.60 1184 0.97 0.19 MW-25 6/25/15 28.3 6.67 1534 4.94 0.29 MW-26 6/25/15 27.2 6.41 1272 4.30 0.58 MW-27 6/25/15 26.4 6.62 1040 11.03 0.80 MW-28A 6/25/15 28.4 6.80 1202 2.30 0.39 MW-28B 6/25/15 27.0 6.91 3157 0.40 0.92 MW-29A 6/25/15 28.0 6.58 1848 0.79 0.84 MW-30A 6/25/15 27.1 6.84 1035 0.46 0.55 MW-30B 6/25/15 26.8 6.98 1520 0.16 0.32

Notes : All water quality parameters were recorded in the field at the time of sampling. °C = degrees Celsius µS/cm = Micro-Seimans per centimeter NTU = Nephelometric Turbidity Units mg/L = milligrams per liter

FQ0436N/Q15024 7/15/2015 Table 3. Detected Constituents in Groundwater (June 2015) Biscayne Commons North Miami Beach, Florida

Total Ammonia as 1, 4- 4-Isopropyl 1, 2- Arsenic (As) Iron (Fe) Nitrogen (N) Chlorobenzene Dichlorobenzene Toluene Dichlorobenzene MTBE Unit mg/L mg/L mg/L μg/L μg/L μg/L μg/L μg/L Screening Criteria 0.3 0.010 2.8 100 75 NC 600 20 Criteria Source S-MCL P-MCL GCTL P-MCL P-MCL - P-MCL GCTL Well ID Date 12/1/2004 NT NT 2.7 NT NT NT NT NT 4/20/2005 NT NT 3.6 NT NT NT NT NT 11/7/2005 NT NT 0.9 NT NT NT NT NT 2/27/2006 NT NT 3.8 NT NT NT NT NT 5/11/2006 NT NT 3.2 NT NT NT NT NT 9/14/2006 NT NT 0.3 NT NT NT NT NT 11/28/2006 NT NT BDL NT NT NT NT NT 2/19/2007 NT NT 1.0 NT NT NT NT NT 8/16/2007 NT NT 1.4 NT NT NT NT NT 1/25/2008 NT NT 3.3 NT NT NT NT NT 10/14/2008 NT NT 1.8 NT NT NT NT NT MW-20 8/25/2009 NT NT 9.1 NT NT NT NT NT 4/9/2010 NT NT 0.8 NT NT NT NT NT 11/24/2010 NT NT 1.4 NT NT NT NT NT 5/11/2011 NT NT 1.8 NT NT NT NT NT 1/20/2012 NT NT 1.8 NT NT NT NT NT 7/19/2012 NT NT 3.7 NT NT NT NT NT 12/14/2012 NT NT 5.1 NT NT NT NT NT 7/5/2013 NT NT 1.8 NT NT NT NT NT 12/18/2013 NT NT 5.2 NT NT NT NT NT 6/4/2014 NT NT 4.8 NT NT NT NT NT 12/4/2014 NT NT 3.9 J3 NT NT NT NT NT 6/25/2015 NT NT 3.8 NT NT NT NT NT 12/1/2004 NT NT 9.1 NT NT NT NT NT 4/20/2005 NT NT 8.2 NT NT NT NT NT 11/7/2005 NT NT 6.7 NT NT NT NT NT 2/27/2006 NT NT 8.5 NT NT NT NT NT 5/11/2006 NT NT 1.8 NT NT NT NT NT 9/14/2006 NT NT BDL NT NT NT NT NT 11/28/2006 NT NT 1.3 NT NT NT NT NT 2/19/2007 NT NT 5.9 NT NT NT NT NT 8/16/2007 NT NT 7.9 NT NT NT NT NT 1/25/2008 NT NT 7.9 NT NT NT NT NT 10/14/2008 NT NT 7.4 NT NT NT NT NT MW-21 8/25/2009 NT NT 15.7 NT NT NT NT NT 4/9/2010 NT NT 7.1 NT NT NT NT NT 11/24/2010 NT NT 6.4 NT NT NT NT NT 5/11/2011 NT NT 6.7 NT NT NT NT NT 1/20/2012 NT NT 3.8 NT NT NT NT NT 7/19/2012 NT NT 7.8 NT NT NT NT NT 12/14/2012 NT NT 5.3 NT NT NT NT NT 7/5/2013 NT NT 5.6 NT NT NT NT NT 12/18/2013 NT NT 6.3 NT NT NT NT NT 6/4/2014 NT NT 7.5 NT NT NT NT NT 12/4/2014 NT NT 6.0 NT NT NT NT NT 6/25/2015 NT NT 5.6 J3 NT NT NT NT NT 12/1/2004 NT NT 6.2 NT NT NT NT NT 4/20/2005 NT NT 5.7 NT NT NT NT NT 11/7/2005 NT NT 5.6 NT NT NT NT NT 2/27/2006 NT NT 6.7 NT NT NT NT NT 5/11/2006 NT NT 5.9 NT NT NT NT NT 9/14/2006 NT NT 6.8 NT NT NT NT NT 11/28/2006 NT NT 5.2 NT NT NT NT NT 2/20/2007 NT NT 5.0 NT NT NT NT NT 8/16/2007 NT NT 7.2 NT NT NT NT NT 1/25/2008 NT NT 7.7 NT NT NT NT NT 10/14/2008 NT NT 6.4 NT NT NT NT NT MW-22 8/25/2009 NT NT 0.6 NT NT NT NT NT 4/9/2010 NT NT 6.2 NT NT NT NT NT 11/24/2010 NT NT 9.7 NT NT NT NT NT 5/11/2011 NT NT 8.9 NT NT NT NT NT 1/20/2012 NT NT 6.5 NT NT NT NT NT 7/19/2012 NT NT 8.7 NT NT NT NT NT 12/14/2012 NT NT 7.5 NT NT NT NT NT 7/5/2013 NT NT 7.0 NT NT NT NT NT 12/18/2013 NT NT 7.8 NT NT NT NT NT 6/4/2014 NT NT 13.0 NT NT NT NT NT 12/4/2014 NT NT 8.0 NT NT NT NT NT 6/25/2015 NT NT 6.2 NT NT NT NT NT

FQ0436N/Q15024 page 1 of 5 7/15/2015 Table 3. Detected Constituents in Groundwater (June 2015) Biscayne Commons North Miami Beach, Florida

Total Ammonia as 1, 4- 4-Isopropyl 1, 2- Arsenic (As) Iron (Fe) Nitrogen (N) Chlorobenzene Dichlorobenzene Toluene Dichlorobenzene MTBE Unit mg/L mg/L mg/L μg/L μg/L μg/L μg/L μg/L Screening Criteria 0.3 0.010 2.8 100 75 NC 600 20 Criteria Source S-MCL P-MCL GCTL P-MCL P-MCL - P-MCL GCTL Well ID Date 12/1/2004 BDL 0.014 0.1 BDL BDL BDL BDL BDL 4/20/2005 NT 0.033 0.1 BDL BDL BDL BDL BDL 11/7/2005 NT 0.022 0.0 BDL BDL BDL BDL 1.8 2/27/2006 NT 0.019 BDL BDL BDL BDL BDL 1.6 5/11/06 6/20/06(1) BDL 0.021 BDL BDL BDL BDL BDL 1.7 9/14/2006 BDL BDL BDL BDL BDL BDL BDL 1.4 11/28/2006 0.23 0.026 BDL NT NT BDL NT 1.8 2/20/2007 NT 0.020 BDL NT NT NT NT NT 8/16/2007 NT 0.019 <0.030 NT NT NT NT NT 1/25/2008 NT 0.028 <0.042 NT NT NT NT NT 10/14/2008 NT 0.023 <0.01 NT NT NT NT NT MW-23 8/25/2009 NT 0.021 <0.020 NT NT NT NT NT 4/9/2010 NT 0.019 0.1 NT NT NT NT NT 11/24/2010 NT 0.019 <0.020 NT NT NT NT NT 5/11/2011 NT 0.016 <0.013 NT NT NT NT NT 1/20/2012 NT 0.020 0.044 NT NT NT NT NT 7/19/2012 NT 0.023 0.33 NT NT NT NT NT 12/14/2012 NT 0.008 0.1 NT NT NT NT NT 7/5/2013 NT 0.028 0.1 NT NT NT NT NT 12/18/2013 NT 0.020 0.1 NT NT NT NT NT 6/4/2014 NT 0.017 0.7 NT NT NT NT NT 12/4/2014 NT 0.006 I 0.2 NT NT NT NT NT 6/25/2015 NT 0.006 I 0.12 I NT NT NT NT NT 12/1/2004 NT NT 3.2 NT NT NT NT NT 4/20/2005 NT NT 2.4 NT NT NT NT NT 11/7/2005 NT NT 0.5 NT NT NT NT NT 2/27/2006 NT NT 1.4 NT NT NT NT NT 5/11/2006 NT NT 1.3 NT NT NT NT NT 9/14/2006 NT NT BDL NT NT NT NT NT 11/28/2006 NT NT 3.6 NT NT NT NT NT 2/20/2007 NT NT 0.9 NT NT NT NT NT 8/16/2007 NT NT 0.8 NT NT NT NT NT 1/25/2008 NT NT 4.9 NT NT NT NT NT 10/14/2008 NT NT 1.5 NT NT NT NT NT MW-24 8/25/2009 NT NT 9.4 NT NT NT NT NT 4/9/2010 NT NT 3.7 NT NT NT NT NT 11/23/2010 NT NT 2.6 NT NT NT NT NT 5/11/2011 NT NT 1.9 NT NT NT NT NT 1/20/2012 NT NT 0.9 NT NT NT NT NT 7/19/2012 NT NT 1.6 NT NT NT NT NT 12/14/2012 NT NT 1.8 NT NT NT NT NT 7/5/2013 NT NT 1.4 NT NT NT NT NT 12/19/2013 NT NT 1.0 NT NT NT NT NT 6/4/2014 NT NT 1.7 NT NT NT NT NT 12/4/2014 NT NT 1.3 NT NT NT NT NT 6/25/2015 NT NT 2.0 NT NT NT NT NT 12/1/2004 NT NT 10.0 NT NT NT NT NT 4/20/2005 NT NT 7.9 NT NT NT NT NT 11/7/2005 NT NT 10.0 NT NT NT NT NT 2/27/2006 NT NT 10.0 NT NT NT NT NT 5/11/2006 NT NT 9.6 NT NT NT NT NT 9/14/2006 NT NT 0.2 NT NT NT NT NT 11/28/2006 NT NT BDL NT NT NT NT NT 2/19/2007 NT NT 13.0 NT NT NT NT NT 8/16/2007 NT NT 10.3 NT NT NT NT NT 1/25/2008 NT NT 8.1 NT NT NT NT NT 10/14/2008 NT NT 8.4 NT NT NT NT NT MW-25 8/25/2009 NT NT 0.5 NT NT NT NT NT 4/9/2010 NT NT 9.8 NT NT NT NT NT 11/24/2010 NT NT 13.7 NT NT NT NT NT 5/11/2011 NT NT 7.5 NT NT NT NT NT 1/20/2012 NT NT 3.9 NT NT NT NT NT 7/19/2012 NT NT 13.0 NT NT NT NT NT 12/14/2012 NT NT 15.0 NT NT NT NT NT 7/5/2013 NT NT 13.0 NT NT NT NT NT 12/19/2013 NT NT 15.0 NT NT NT NT NT 6/4/2014 NT NT 15.0 NT NT NT NT NT 12/4/2014 NT NT 12.0 NT NT NT NT NT 6/25/2015 NT NT 11.0 NT NT NT NT NT

FQ0436N/Q15024 page 2 of 5 7/15/2015 Table 3. Detected Constituents in Groundwater (June 2015) Biscayne Commons North Miami Beach, Florida

Total Ammonia as 1, 4- 4-Isopropyl 1, 2- Arsenic (As) Iron (Fe) Nitrogen (N) Chlorobenzene Dichlorobenzene Toluene Dichlorobenzene MTBE Unit mg/L mg/L mg/L μg/L μg/L μg/L μg/L μg/L Screening Criteria 0.3 0.010 2.8 100 75 NC 600 20 Criteria Source S-MCL P-MCL GCTL P-MCL P-MCL - P-MCL GCTL Well ID Date 12/1/2004 2.1 NT 7.7 NT NT NT NT NT 4/20/2005 2.4 NT 6.2 NT NT NT NT NT 11/7/2005 0.61 NT 9.2 NT NT NT NT NT 2/27/2006 0.83 NT 8.0 NT NT NT NT NT 5/11/2006 1.1 NT 10.0 NT NT NT NT NT 9/14/2006 1.8 NT 10.0 NT NT NT NT NT 11/28/2006 2.2 NT 16.0 NT NT NT NT NT 2/19/2007 2.7 NT 6.9 NT NT NT NT NT 8/16/2007 0.76 NT 7.5 NT NT NT NT NT 1/25/2008 2.8 NT 8.5 NT NT NT NT NT 10/14/2008 3.8 NT 6.9 NT NT NT NT NT MW-26 8/25/2009 3.7 NT 20.9 NT NT NT NT NT 4/9/2010 3.9 NT 7.4 NT NT NT NT NT 11/24/2010 4.1 NT 8.2 NT NT NT NT NT 5/11/2011 5.91 NT 7.9 NT NT NT NT NT 1/20/2012 3.2 NT 7.2 NT NT NT NT NT 7/19/2012 4.9 NT 8.7 NT NT NT NT NT 12/14/2012 2.1 NT 7.9 NT NT NT NT NT 7/5/2013 1.7 NT 7.8 NT NT NT NT NT 12/19/2013 1.3 NT 7.3 NT NT NT NT NT 6/3/2014 3.2 NT 8.2 NT NT NT NT NT 12/4/2014 1.3 NT 5.4 NT NT NT NT NT 6/25/2015 2.3 NT 5.2 NT NT NT NT NT 12/1/2004 NT NT 3.0 NT NT NT NT NT 4/20/2005 NT NT 3.6 NT NT NT NT NT 11/7/2005 NT NT 2.6 NT NT NT NT NT 2/27/2006 NT NT 3.2 NT NT NT NT NT 5/11/2006 NT NT 3.3 NT NT NT NT NT 9/14/2006 NT NT 2.0 NT NT NT NT NT 11/28/2006 NT NT 3.3 NT NT NT NT NT 2/20/2007 NT NT 2.9 NT NT NT NT NT 8/16/2007 NT NT 3.3 NT NT NT NT NT 1/25/2008 NT NT 4.5 NT NT NT NT NT 10/14/2008 NT NT 2.6 NT NT NT NT NT MW-27 8/25/2009 NT NT 7.5 NT NT NT NT NT 4/9/2010 NT NT 2.8 NT NT NT NT NT 11/24/2010 NT NT 4.7 NT NT NT NT NT 5/11/2011 NT NT 4.6 NT NT NT NT NT 1/20/2012 NT NT 3.0 NT NT NT NT NT 7/19/2012 NT NT 2.3 NT NT NT NT NT 12/14/2012 NT NT 4.2 NT NT NT NT NT 7/5/2013 NT NT 2.8 NT NT NT NT NT 12/19/2013 NT NT 3.2 NT NT NT NT NT 6/3/2014 NT NT 6.0 NT NT NT NT NT 12/4/2014 NT NT 3.5 NT NT NT NT NT 6/25/2015 NT NT 3.2 NT NT NT NT NT 12/1/2004 NT BDL 9.5 NT NT NT NT NT 4/20/2005 NT BDL 9.3 NT NT NT NT NT 11/7/2005 NT BDL 5.7 NT NT NT NT NT 2/27/2006 NT 0.019 7.2 NT NT NT NT NT 5/11/2006 NT 0.0047 6.8 NT NT NT NT NT 9/14/2006 NT 0.032 6.3 NT NT NT NT NT 11/28/2006 NT BDL 1.5 NT NT NT NT NT 2/19/2007 NT BDL 5.0 NT NT NT NT NT 8/16/2007 NT 0.007 6.2 NT NT NT NT NT 1/28/2008 NT 0.008 6.5 NT NT NT NT NT 10/14/2008 NT BDL 6.1 NT NT NT NT NT MW-28A 8/25/2009 NT 0.0050 13.6 NT NT NT NT NT 4/9/2010 NT 0.009 2.1 NT NT NT NT NT 11/24/2010 NT 0.022 7.6 NT NT NT NT NT 5/11/2011 NT 0.008 7.5 NT NT NT NT NT 1/20/2012 NT 0.013 6.6 NT NT NT NT NT 7/19/2012 NT 0.011 7.8 NT NT NT NT NT 12/14/2012 NT 0.008 5.8 NT NT NT NT NT 7/5/2013 NT 0.004 6.7 NT NT NT NT NT 12/19/2013 NT 0.008 7.1 NT NT NT NT NT 6/3/2014 NT 0.004 9.1 NT NT NT NT NT 12/4/2014 NT 0.011 6.9 NT NT NT NT NT 6/25/2015 NT <0.004 7.5 NT NT NT NT NT

FQ0436N/Q15024 page 3 of 5 7/15/2015 Table 3. Detected Constituents in Groundwater (June 2015) Biscayne Commons North Miami Beach, Florida

Total Ammonia as 1, 4- 4-Isopropyl 1, 2- Arsenic (As) Iron (Fe) Nitrogen (N) Chlorobenzene Dichlorobenzene Toluene Dichlorobenzene MTBE Unit mg/L mg/L mg/L μg/L μg/L μg/L μg/L μg/L Screening Criteria 0.3 0.010 2.8 100 75 NC 600 20 Criteria Source S-MCL P-MCL GCTL P-MCL P-MCL - P-MCL GCTL Well ID Date 12/1/2004 NT NT 13.0 NT NT NT NT NT 4/20/2005 NT NT 10.0 NT NT NT NT NT 11/7/2005 NT NT 9.1 NT NT NT NT NT 2/27/2006 NT NT 1.2 NT NT NT NT NT 5/11/2006 NT NT 0.2 NT NT NT NT NT 9/14/2006 NT NT BDL NT NT NT NT NT 11/28/2006 NT NT BDL NT NT NT NT NT 2/19/2007 NT NT 9.1 NT NT NT NT NT 8/16/2007 NT NT 14.1 NT NT NT NT NT 1/28/2008 NT NT 11.2 NT NT NT NT NT 10/14/2008 NT NT 9.6 NT NT NT NT NT MW-28B 8/25/2009 NT NT 23.0 NT NT NT NT NT 4/9/2010 NT NT 11.7 NT NT NT NT NT 11/24/2010 NT NT 12.0 NT NT NT NT NT 5/11/2011 NT NT 12.3 NT NT NT NT NT 1/20/2012 NT NT 11.0 NT NT NT NT NT 7/19/2012 NT NT 0.6 NT NT NT NT NT 12/14/2012 NT NT 8.7 NT NT NT NT NT 7/5/2013 NT NT 12.0 NT NT NT NT NT 12/18/2013 NT NT 11.0 NT NT NT NT NT 6/3/2014 NT NT 7.6 NT NT NT NT NT 12/4/2014 NT NT 12.0 NT NT NT NT NT 6/25/2015 NT NT 9.7 NT NT NT NT NT 12/1/2004 5.4 0.033 67.0 4 BDL 17 BDL BDL 4/20/2005 2.9 0.043 62.0 BDL BDL BDL BDL BDL 11/7/2005 3.0 0.086 76.0 2.4 BDL BDL BDL BDL 3/13/2006 1.9 0.11 62.0 2.2 0.48 BDL BDL BDL 5/11/2006 1.9 0.075 76.0 1.2 BDL BDL BDL BDL 9/14/2006 2.1 0.14 65.0 1.9 0.44 BDL 0.28 BDL 11/28/2006 1.2 0.13 65.0 2 0.48 BDL BDL BDL 2/19/2007 BDL 0.028 59.0 NT NT NT NT NT 8/16/2007 0.58 0.116 62.6 NT NT NT NT NT 1/28/2008 0.30 0.056 100.0 NT NT NT NT NT 10/14/2008 1.34 0.11 63.9 NT NT NT NT NT MW-29A 8/25/2009 1.59 0.091 116.0 NT NT NT NT NT 4/9/2010 2.32 0.099 54.5 NT NT NT NT NT 11/24/2010 2.35 0.102 59.9 NT NT NT NT NT 5/11/2011 0.49 0.027 35.5 NT NT NT NT NT 1/20/2012 0.32 0.045 47.0 NT NT NT NT NT 7/19/2012 1.3 0.099 60.0 NT NT NT NT NT 12/14/2012 1.1 0.062 52.0 NT NT NT NT NT 7/5/2013 1.3 0.11 55.0 NT NT NT NT NT 12/18/2013 1 0.087 52.0 NT NT NT NT NT 6/3/2014 0.05 0.015 43.0 NT NT NT NT NT 12/4/2014 0.15 I 0.047 49.0 NT NT NT NT NT 6/25/2015 0.12 I 0.042 35 NT NT NT NT NT 12/1/2004 NT NT 18.0 NT NT NT NT NT 4/20/2005 NT NT 18.0 NT NT NT NT NT 11/7/2005 NT NT 31.0 NT NT NT NT NT 2/27/2006 NT NT 10.0 NT NT NT NT NT 5/11/2006 NT NT 42.0 NT NT NT NT NT 9/14/2006 NT NT 20.0 NT NT NT NT NT 11/28/2006 NT NT 27.0 NT NT NT NT NT 2/19/2007 NT NT 15.0 NT NT NT NT NT 8/16/2007 NT NT 29.9 NT NT NT NT NT 1/28/2008 NT NT 31.4 NT NT NT NT NT 10/14/2008 NT NT 29.3 NT NT NT NT NT MW-30A 8/25/2009 NT NT <0.020 NT NT NT NT NT 4/9/2010 NT NT 28.3 NT NT NT NT NT 11/24/2010 NT NT 26.9 NT NT NT NT NT 5/11/2011 NT NT 14.6 NT NT NT NT NT 1/20/2012 NT NT 17.0 NT NT NT NT NT 7/19/2012 NT NT 26.0 NT NT NT NT NT 12/14/2012 NT NT 15.0 NT NT NT NT NT 7/5/2013 NT NT 19.0 NT NT NT NT NT 12/18/2013 NT NT 19.0 NT NT NT NT NT 6/3/2014 NT NT 14.0 NT NT NT NT NT 12/4/2014 NT NT 12.0 NT NT NT NT NT 6/25/2015 NT NT 11 NT NT NT NT NT

FQ0436N/Q15024 page 4 of 5 7/15/2015 Table 3. Detected Constituents in Groundwater (June 2015) Biscayne Commons North Miami Beach, Florida

Notes: 1) Groundwater monitoring well MW-23 was re-sampled on 6/20/06 for VOCs and MTBE by EPA Method 8260 due to a mishandling error by the laboratory. Only detected constituents are included in this table. Bold values indicate exceedances. mg/L = milligrams per liter μg/L = micrograms per liter NC= no criteria S-MCL = Secondary Maximum Contaminant Level (62-550 FAC) P-MCL = Primary Maximum Contaminant Level (62-550 FAC) GCTL = Groundwater Cleanup Target Level (62-777 FAC) NT = not tested BDL = below detection limit I = the rerported value is between the laboratory method detection limit and the laboratory pactical quantitation limit. J3 = estimated value; value may not be accurate. Spile recovery or RPD oustide of criteria

FQ0436N/Q15024 page 5 of 5 7/15/2015 Table 4. Comparison Between Average Detected Constituents in Groundwater (December 2004 to June 2015 vs. June 2015) Biscayne Commons North Miami Beach, Florida

Total Ammonia as Arsenic (As) Iron (Fe) Nitrogen (N) Unit mg/L mg/L mg/L Screening Criteria 0.3 0.010 2.8 Criteria Source S-MCL P-MCL GCTL Sampling Date 12/04 - 6/15 6/25/2015 12/04 - 6/15 6/25/2015 12/04 - 6/15 6/25/2015 Well No. MW-20 NT NT NT NT 3.0 3.8 MW-21 NT NT NT NT 7.1 5.6 MW-22 NT NT NT NT 6.9 6.2 MW-23 NT NT 0.020 0.0066 0.12 0.12 MW-24 NT NT NT NT 2.2 2.0 MW-25 NT NT NT NT 9.4 11 MW-26 2.6 2.3 NT NT 8.8 5.2 MW-27 NT NT NT NT 3.6 3.2 MW-28A NT NT 0.010 <0.004 6.9 7.5 MW-28B NT NT NT NT 9.5 9.7 MW-29A 1.6 0.12 0.078 0.042 63 35 MW-30A NT NT NT NT 20 11 MW-30B NT NT NT NT 6.4 6.5

Notes: Only detected constituents are included in this table. Bold values indicate exceedances. mg/L = milligrams per liter μg/L = micrograms per liter NC= no criteria S-MCL = Secondary Maximum Contaminant Level (62-550 FAC) P-MCL = Primary Maximum Contaminant Level (62-550 FAC) GCTL = Groundwater Cleanup Target Level (62-777 FAC) NT = not tested BDL = below detection limit

FQ0436N/Q15024 7/15/2015 Environmental Consultants 7700 N. Kendall Drive 305 412-8185 and Contractors Suite 300 FAX 305 412-8105 Miami, FL 33156 www.scsengineers.com

February 27, 2017 File No. 26212205.41

Mr. Wilbur Mayorga, P.E., Chief Pollution Control Division Department of Regulatory and Economic Resources 701 NW 1st Court, 4th Floor Miami, Florida 33136-3912

Re: Sole Mia (f.k.a Biscayne Landing) In the vicinity of Biscayne Blvd. and NE 151st Street North Miami, Florida (SW-1178/File #12838)

Subject: Post-Closure Groundwater Assessment Report – Lake 8

Dear Mr. Mayorga:

SCS Engineers (SCS), on behalf of Oleta Partners, LLC (the Developer), has prepared this Post- Closure Groundwater Assessment Report for the referenced site. Post-closure water quality monitoring documented herein for the Lake 8 lakefill permit (Permit No. SW-1178) was conducted upon completion of the filling of Lake 8 to an elevation of 4.0 feet National Geodetic Vertical Datum of 1929 (NGVD29). Only clean fill, as defined in Chapter 24 of the Miami-Dade County Code, was used to fill Lake 8.

Well Construction and Development Logs and Laboratory Data Reports for the Baseline Assessment are available in the report titled “Lakefill Permit Application Baseline Water Quality Assessment Report”, prepared by SCS Engineers, dated June 8, 2015.

POST-CLOSURE ASSESSMENT MONITORING WELL INSTALLATION ACTIVITIES

On January 27, 2017, Earth Tech Drilling, under the supervision of SCS, abandoned MW-LK8- 2D and installed a replacement monitoring well in the immediate vicinity. The new monitoring well, MW-LK8-2DR, was installed at a depth of 45-feet below ground surface, constructed of 2- inch Schedule 40 PVC with 5-feet of slotted screen and installed so that the screened interval terminated 5-feet above the maximum depth of the former lake. Figure 1 illustrates the well locations. The Well Construction and Completion Report is provided as Attachment A.

GROUNDWATER ASSESSMENT ACTIVITIES

SCS collected groundwater samples between January 31 and February 2, 2017 from monitoring wells MW-LK8-1S, MW-LK8-1D, MW-LK8-2S, MW-LK8-2DR, MW-CC-1R, C-3I, CMW-23,

Offices Nationwide

Mr. Wilbur Mayorga, P.E. February 27, 2017 Page 2

and CMW-19. SCS collected an additional sample from piezometer P-7 located approximately 250 feet northeast of MW-LK8-2DR for confirmation in the event that elevated turbidity values were encountered at MW-LK-82DR. Piezometer P-7 (screened from -11.6 to -16.6 feet NGVD) was chosen for its proximity and similarity in depth to MW-LK-82DR (screened from -20.0 to - 25.0 feet NGVD). Samples were collected in accordance with the FDEP SOPs and were submitted under a chain-of-custody protocol to Pace Analytical Services, Inc. (Pace), a NELAP- accredited laboratory. The samples were submitted for analysis of the parameters listed in “Table 1 – Baseline and Post Closure Assessment COCs” of DERM’s Lake Fill Permit Application Guideline document with the exception of P-7. The sample collected at P-7 was submitted for the analysis of only the metals listed in Table 1. FDEP Groundwater Sampling Logs from the lakefill post closure sampling event are included in Attachment B.

LABORATORY RESULTS AND DATA EVALUATION

Laboratory data reports from the lakefill post closure sampling event are provided in Attachment C. Analytical results are summarized in Table 1. With the exception of the results discussed below, the reported analytical results were below the published Groundwater Cleanup Target Levels (GCTLs).

Ammonia

Ammonia concentrations were reported above the GCTL of 2.8 mg/L in the samples collected from the eight monitoring wells with similar concentrations as the baseline water quality assessment. Ammonia concentrations exceeding the GCTL are well established at the site and are likely attributed to Site’s former use.

Arsenic

Arsenic concentrations were reported above the GCTL of 10 µg/L in samples collected from monitoring wells MW-LK8-2DR and CMW-19. The reported arsenic concentration at MW- LK8-2DR (28.1 I) is an estimated value that was reported between the laboratories method detection limit (MDL) and the practical quantitation limit (PQL) and is likely attributed to the elevated turbidity values recorded at the time of sample collection. Arsenic concentrations were reported below the detection limit (BDL) in the confirmation sample collected at P-7. Arsenic concentrations reported at monitoring well CMW-19 (20.5 µg/L) were also reported above the GCTL during the baseline water quality assessment completed prior to lake filling and, therefore, is not associated with the lake filling activities.

Sulfate

Sulfate concentrations were reported above the GCTL of 250 mg/L in the sample collected from monitoring well MW-LK8-1S. Sulfate concentration at MW-LK8-1S also exceeded the GCTL during the baseline water quality assessment and quarterly sampling events and, therefore, not likely attributed to lake filling activities.

Mr. Wilbur Mayorga, P.E. February 27, 2017 Page 3

Total Dissolved Solids (TDS)

TDS concentrations were reported above the GCTL of 500 mg/L in seven of the eight samples collected from the monitoring wells and are similar to the concentrations reported during the baseline water quality assessment, therefore, TDS concentration above the GCTL are not likely attributed to lake filling activities.

Iron

Iron concentrations were reported above the Miami-Dade Natural Background of 706 µg/L in samples collected from MW-CC-1R, CMW-19, and MW-LK8-2D. Monitoring wells CMW-CC- 1R and CMW-19 also reported similar concentrations above the natural background during the baseline water quality assessment completed prior to lake filling and the quarterly sampling events, therefore, the iron concentration reported above natural background are not likely attributed to lake filling activities. Iron concentrations reported above the natural background at MW-LK8-2DR are likely caused by elevated turbidity during sample collection; furthermore, the iron concentration in the confirmation sample collected at P-7 was below the PQL.

Lead and Chromium

Lead and chromium concentrations were reported above their GCTLs of 15 µg/L and 100 µg/L, respectively, in the sample collected from monitoring well MW-LK8-2DR. The exceedance of lead and chromium above their GCTLs is likely attributed to elevated turbidity values recorded at the time of sample collection. Lead and chromium concentrations were reported BDL for the confirmation sample collected at P-7 and in the samples collected from the remaining monitoring wells.

Sodium

Sodium concentrations were reported above the GCTL of 160 mg/L in the sample collected from monitoring well MW-CC-1R (190 mg/L) and marginally exceeded the GCTL in the confirmation sample collected from P-7 (165 mg/L). Sodium concentrations exceeding the GCTL are well established at the site and are likely attributed to the site’s former use. The reported values for the remaining wells were similar to the concentrations reported during the baseline water quality assessment and, therefore, not attributed to lake filling activities.

Isopropylbenzene (Cumene)

Isopropylbenzene (Cumene) was reported above the GCTL of 0.8 µg/L in the sample collected from MW-LK8-2S. This result is consistent with the baseline monitoring result and, therefore, not likely attributed to lake filling activities.

Aluminum

Aluminum concentrations were reported above the GCTL of 200 µg/L in the samples collected from monitoring well MW-LK8-2DR and the confirmation sample collected from P-7. The

Mr. Wilbur Mayorga, P.E. February 27, 2017 Page 4 aluminum concentration at MW-LK8-2DR is likely attributed to elevated turbidity values and elevated pH recorded at the time of sample collection. The pH recoded prior to sample collection for monitoring wells MW-LK8-2DR and P-7 were 9.71 Standard Units (SU) and 11.46 SU, respectively. The turbidity value recorded prior to sample collection at MW-LK8-2DR was 2,504 AU. Aluminum concentrations were reported BDL for samples collected from the remaining monitoring wells. CONCLUSIONS AND RECOMMENDATIONS

The post-closure groundwater sampling results were generally consistent with the baseline sampling results or are well established and attributed to the site’s history. The exceedance of the applicable GCTLs for iron, lead, and chromium in the sample collected at MW-LK8-2DR are likely attributed to elevated turbidity and/or pH values recorded at the time of sample collection. Furthermore, the confirmation sample collected at P-7 reported concentrations of iron, lead and chromium either below their respective PQLs or their MDLs, therefore, these parameters are not likely attributed to lake filling activities, but rather to the elevated turbidity values reported at the time of sample collection. High turbidity in groundwater samples tend to skew metal concentrations toward a high bias because the metals tend to adhere to the sediments causing the turbidity. Reported concentrations of aluminum above the GCTL in MW-LK8-2DR and P-7 are likely attributed to elevated pH; therefore, based on the natural buffering capacity of the aquifer, SCS anticipates the pH to decrease over time, thereby decreasing the concentration of soluble aluminum. Given the information above, SCS recommends no further testing associated with the closure of Lake 8 for Lakefill Permit No. SW-1178.

Please contact the undersigned with any questions.

Sincerely,

Kevin Ramirez Lucas Barroso-Giachetti, P.E., CHMM Staff Professional Senior Project Manager / ES Group Leader SCS ENGINEERS SCS ENGINEERS

Mr. Wilbur Mayorga, P.E. February 27, 2017 Page 5

Attachments

Figures

Figure 1: Site Map with Monitoring Well Locations

Tables

Table 1: Summary of Groundwater Analytical Results – Detections Only

Attachment A – Well Construction and Completion Report Attachment B – Groundwater Sampling Logs Attachment C – Laboratory Analytical Reports, Chain of Custody Forms, and Equipment Calibration Logs

FIGURES

TABLES Table 1 - Summary of Groundwater Analytical Results - Detections Only SoLe Mia (F.K.A. Munisport), North Miami, Florida February 2017

Sample ID MW-LK8-1S MW-LK8-1D MW-LK8-2S MW-LK8-2DR P-7 CMW-19 C3-I MW-CC-1R CMW-23 Date Collected 1/31/2017 1/31/2017 1/31/2017 2/2/2017 2/2/2017 1/31/2017 1/31/2017 1/31/2017 1/31/2017

Field Parameters Units Groundwater CTL

Field Specific Conductance umhos/cm N/A 2421 649 3113 624 2659 922 989 2919 1295 Field Temperature deg C N/A 25.13 24.38 25.98 25.81 25.76 25.31 26.81 25.07 25.77 Field pH Std. Units N/A 6.70 7.38 6.99 9.71 11.46 6.98 7.11 7.03 6.99 Oxygen, Dissolved - 7782-44-7 mg/L N/A 0.04 0.10 0.17 0.18 0.10 0.02 0.11 0.06 0.08 Turbidity NTU N/A 2.22 11.7 1.78 2504 3.59 15.4 2.64 1.37 1.13 Metals Aluminum - 7429-90-5 ug/L 200 50.0 U 72.5 I 50.0 U 197000 5880 50.0 U 50.0 U 50.0 U 50.0 U Arsenic - 7440-38-2 ug/L 10 5.0 U 5.0 U 5.0 U 28.1 I 5.0 U 20.5 5.0 U 5.0 U 5.0 U Barium - 7440-39-3 ug/L 2,000 79.5 20.1 323 910 50.0 77.8 47.6 212 83.6 Chromium - 7440-47-3 ug/L 100 2.5 U 2.5 U 2.5 U 834 2.5 U 2.5 U 2.5 U 2.5 U 2.5 U Iron - 7439-89-6 ug/L 300/706 101 317 115 34900 22.3 I 2930 432 5170 20 U Lead - 7439-92-1 ug/L 15 5.0 U 5.0 U 5.0 U 168 5.0 U 5.0 U 5.0 U 5.0 U 5.0 U Sodium - 7440-23-5 ug/L 160,000 47000 41600 136000 98700 165000 50700 38600 190000 81800 Inorganic Compounds Chloride - 16887-00-6 mg/L 250 28.0 54.4 109 122 NA 54.0 30.2 103 80.3 Sulfate - 14808-79-8 mg/L 250 778 21.5 4.4 I 4.1 I NA 19.1 18.8 58.7 16.1 Nitrogen, Ammonia - 7664-41-7 mg/L 2.8 6.6 5.5 104 23.5 NA 5.2 12.8 61.3 31.1 Nitrogen, Nitrate mg/L N/A 0.020 U 0.020 U 0.020 U 0.010 U NA 0.020 U 0.062 0.020 U 0.020 U Mercury - 7439-97-6 ug/L 2 0.10 U 0.10 U 0.10 U 0.10 U 0.10 I 0.10 U 0.10 U 0.10 U 0.10 U Total Dissolved Solids mg/L 500 2010 384 1500 3870 NA 563 642 1560 774 Organic Compounds 1,1-Dichloroethane - 75-34-3 ug/L 70 0.50 U 0.50 U 1.7 0.50 U NA 0.50 U 0.50 U 0.50 U 0.50 U 1,4-Dichlorobenzene - 106-46-7 ug/L 75 0.50 U 0.50 U 1.9 0.50 U NA 0.50 U 0.50 U 0.50 U 1.3 2-Chlorotoluene - 95-49-8 ug/L 140 0.50 U 0.50 U 0.50 U 0.50 U NA 0.50 U 0.50 U 0.50 U 2.1 Acetone - 67-64-1 ug/L 6,300 10.0 U 10.0 U 10.0 U 24.7 NA 10.0 U 10.0 U 10.0 U 10.0 U Benzene - 71-43-2 ug/L 1 0.10 U 0.10 U 0.10 U 0.30 I NA 0.10 U 0.10 U 0.10 U 0.10 U Chlorobenzene - 108-90-7 ug/L 100 0.50 U 0.82 I 23.0 0.50 U NA 0.90 I 3.3 1.7 11.3 Ethylbenzene - 100-41-4 ug/L 30 0.50 U 0.50 U 0.50 U 0.53 I NA 0.50 U 0.50 U 0.50 U 0.50 U Isopropylbenzene (Cumene) - 98-82-8 ug/L 0.8 0.50 U 0.50 U 3.1 0.50 U NA 0.50 U 0.50 U 0.50 U 0.50 U Toluene - 108-88-3 ug/L 40 0.50 U 0.50 U 0.50 U 2.7 NA 0.50 U 0.50 U 0.50 U 0.50 U Acenaphthene - 83-32-9 ug/L 20 0.026 U 0.025 U 0.068 I 0.57 NA 0.025 U 0.025 U 0.027 I 0.37 I Fluoranthene - 206-44-0 ug/L 280 0.026 U 0.025 U 0.025 U 1.6 NA 0.025 U 0.025 U 0.026 U 0.034 I Fluorene - 86-73-7 ug/L 280 0.026 U 0.033 I 0.072 I 0.39 I NA 0.025 U 0.025 U 0.026 U 0.069 I Naphthalene - 91-20-3 ug/L 14 1.0 U 1.0 U 1.0 U 1.5 I NA 1.0 U 1.0 U 1.0 U 1.0 U Phenanthrene - 85-01-8 ug/L 210 0.052 U 0.050 U 0.051 U 0.23 I NA 0.050 U 0.050 U 0.051 U 0.052 U Pyrene - 129-00-0 ug/L 210 0.026 U 0.025 U 0.025 U 1.6 NA 0.025 U 0.025 U 0.026 U 0.033 I Petroleum Range Organics mg/L 5.0 1.0 0.80U 4.1 0.77 U NA 0.80 U 1.0 4.0 1.4 Notes: NA - Not analyzed/Not Available umhos/cm - micromhos per centimeter; deg. C - degree Celcius; NTU - Nephelometric Turbidity Unit mg/L - milligrams per liter; ug/L - micrograms per liter I - The reported value is between the laboratory method detection limit and the laboratory practical quantitation limit. U - Indicates the compound was analyzed for, but not detected. Bolded values indicate an exceedance of the applicable Groundwater Cleanup Target Level

ATTACHMENT C

Technical Information Manual 2.9.4.16A

PRODUCT DATA SHEET T4A60 SELF-PRIMING PUMP July, 2009 (SELWOOD CONVERSION)

GENERAL INFORMATION MATERIAL SPECIFICATIONS O riginal Selwood 150 SA chassis fitted with the Gorman-Rupp model » Pump Casing: - Gray Iron No. 30 T4 self priming trash pump. This is a straightforward pumping system without any complicated priming system. » Shaft Sleeve: - Alloy steel No. 4130 PERFORMANCE DATA » Wear Plate: - Carbon steel No. 1015 » Speed (min/max): - 1300 rpm / 1950 rpm

(1) » Mechanical Seal Faces: - Silicon carbide » Minimum Shutoff Head: - 60 feet (26 psi)

» Maximum Shutoff Head: - 132 feet (57 psi) (1) » Cover Plate: - Gray Iron No. 30

» Maximum Suction Lift: - 25 feet (2) » Pump Shaft: - Alloy steel No. 4140

» Flow (min/max): - 150 gpm / 725 gpm » O -rings: - Buna-N

» Maximum Casing Press: - 86 psi » Im peller: - Ductile Iron No. 65-45-12

» Maximum Temperature: - 160°F » Check Valve Flapper: - Neoprene w/steel reinforcing

» Maximum Solids Size: - 3" spherical diameter ENGINE SPECIFICATIONS

PUMP SPECIFICATIONS » Engine Make/Model: - John Deere 4020D » Impeller: - 9.75", open type, two vanes » N et BH P: - 34 @ 2000 rpm

» Crankcase Oil: - 10 quarts of SAE10W40 (3) » Bearing Lubrication: - Oil » Safety Shutdowns: - Low oil pressure » Vacuum System: - None

» Fuel Capacity: - Either 28 or 90 gallons » Mech. Seal Lubrication: - Oil depending on trailer type PHYSICAL SPECIFICATIONS » Fuel Consumption: - 1.2 gallons per hour - » Suction Size: Four-inch flange/female NPT » Coolant Capacity/Type: - 4.9 qt. 50/50 water/antifreeze - » Discharge Size: Four-inch flange/female NPT » Number of Cylinders: - Four

- (4) » Total Weight: 2500 lbs. (approx.) » Fuel Filter: - John Deere T111383

- » Overall Height: 5'-0" » Oil Filter: - Fram PH3593A

- » Overall Width: 5'-5" » Engine Air Filter: - Donaldson P821575

» Overall Length: - 9'-0" Notes: (1) Based on 1.0 specific gravity (2) Depends on flowrate and pump speed (3) Midrange compromise. See John Deere manual (4) Includes weight of trailer, pump and engine

To the best of our knowledge the technical data contained herein are true and accurate at the date of issuance and are subject to change without prior notice. No guarantee of accuracy is given or implied because variations can and do exist. NO WARRANTY OR GUARANTEE OF ANY KIND IS MADE BY BAKERCORP, EITHER EXPRESSED OR IMPLIED. 3020 Old Ranch Parkway • Suite 220 • Seal Beach, CA • 562-430-6262 Technical Information Manual 2.9.4.16B

SELF-PRIMING PUMP CURVE T4A60 SELF-PRIMING PUMP July, 2009 (SELWOOD CONVERSION)

GENERAL INFORMATION O riginal Selwood 150 SA chassis fitted with the Gorman-Rupp model T4 self priming trash pump. This is a straightforward pumping system without any complicated priming system.

T4A60 PUMP HEAD PSI* MODEL T4A60 CURVE NO. T4A-B-4

SUCTION 4-inch 60 140 DISCHARGE 4-inch 130 1950 RPM 55 MAX SOLID 3-inch IMP. DIA. 9.75 inches 120 50 SPEED Various 110 MIN SPEED 1300 RPM 45 1750 RPM 100 DRIVER 40 Diesel engine and electric 90 motor driven versions are available. Consult your local 35 1550 RPM BakerCorp representative for 80 availablility.

30 70 1350 RPM 25 60

50 20

40 15 30 10 20 Static Lift 25' 20' 15' 10' 5 10

0 0 0 100 200 300 400 500 600 700 800 900 *Based on 1.0 s..g. CAPACITY (GPM)

Technical Information Manual 2.3.8

PRODUCT DATA SHEET FLIP TOP WEIR TANK January, 2007 (VE ENTERPRISES VERSION)

GENERAL INFORMATION FEATURES – cont. This fixed-axle tank is fitted with two internal weirs and 14 top Fill Line: ...... One 3-inch schedule 40 ASTM A106B inspection doors. » pipe with cap and securing chain. Line WEIGHTS AND MEASURES enters front of tank near top with dip

» Capacity: ...... 20,000 gallons tube into first compartment down approx. halfway from bottom of tank » Height: ...... 8'-6¼" (grade to tank roof) where it 90° elbows into compartment. 12'-8½" (grade to top of handrails when up) » Front Drain: ...... One 4” wafer style butterfly valve.

Mounted on 150# weld neck flange on » Width : ...... 8'-6" tank side and 150# FPT flange on outside with plug and chain. » Length: ...... 45'-7½" (tank only), 50'-0" (nose-to-bumper) » Rear Drain: ...... One 4” wafer style butterfly valve. » Weight: ...... 33,000 lbs. Mounted on 150# weld neck flange on tank side and 150# FPT flange on outside STRUCTURAL DESIGN with plug and chain. Remote-operation

handle. » Floor: ...... ¼” ASTM A36 carbon steel. “V” bottom sloping from each side to centerline of tank » Rear Process ...... One (1) 4” flanged and blinded nozzle Outlet: 18” below roof deck » Sides/Ends: ...... ¼” ASTM A36 carbon steel, corrugated shape » Top Doors: ...... 14- 51"x39"x10ga plate lids

» Roof Deck: ...... ¼” ASTM A36 carbon steel » Manways: ...... Three (3) 22" diameter, passenger side

» Wall Frame: ...... Corrugations only, no internal frame » Manway ...... Buna-N (NBR) Seals:

» Internal Weirs: ...... Two internal steel weirs equally spaced to create three compartments inside tank. » Stairway: ...... OSHA compliant non-slip stairway with Overflow weir (forward weir) extends from handrails and guardrails floor up to one foot from top of tank. Walkway: ...... Full length of tank with guardrails on Underflow weir extends down from roof » both sides; door handles accessible and terminates one foot from floor seam at sidewalls. Designed for 16 lbs. per gallon SURFACE DETAILS liquid on one side of weir and no liquid on the other side. » Exterior ...... High gloss polyurethane Coating: FEATURES » Interior ...... Chemical resistant lining » Relief Valve: ...... None Coating: Valves: ...... (2) 4” wafer style butterfly valve, Bray series TESTS/CERTIFICATIONS » 30 or equivalent, with cast iron body, Buna- » Test ...... 100% water-tested to full capacity by N seat and seals, 316 SS stem, Nylon 11 Performed: OEM, plus level 1, 2 &3 QMS inspections coated ductile iron disk by Baker Tanks

3020 Old Ranch Parkway • Suite 220 • Seal Beach, CA • 562-430-6262

ATTACHMENT D